CN113585303A - Seepage-proofing stable cofferdam structure and construction method thereof - Google Patents
Seepage-proofing stable cofferdam structure and construction method thereof Download PDFInfo
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- CN113585303A CN113585303A CN202110854498.8A CN202110854498A CN113585303A CN 113585303 A CN113585303 A CN 113585303A CN 202110854498 A CN202110854498 A CN 202110854498A CN 113585303 A CN113585303 A CN 113585303A
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- 238000010276 construction Methods 0.000 title claims abstract description 20
- 239000004576 sand Substances 0.000 claims abstract description 36
- 239000002131 composite material Substances 0.000 claims abstract description 35
- 239000004567 concrete Substances 0.000 claims abstract description 28
- 238000011144 upstream manufacturing Methods 0.000 claims abstract description 19
- 230000002265 prevention Effects 0.000 claims abstract description 7
- 239000000463 material Substances 0.000 claims description 20
- 238000000034 method Methods 0.000 claims description 15
- 230000035699 permeability Effects 0.000 claims description 8
- 239000004677 Nylon Substances 0.000 claims description 7
- 239000004745 nonwoven fabric Substances 0.000 claims description 7
- 229920001778 nylon Polymers 0.000 claims description 7
- 238000013329 compounding Methods 0.000 claims description 4
- 238000005553 drilling Methods 0.000 claims description 4
- 229920004933 Terylene® Polymers 0.000 claims description 3
- 239000004568 cement Substances 0.000 claims description 3
- 239000012535 impurity Substances 0.000 claims description 3
- 239000012528 membrane Substances 0.000 claims description 3
- 239000002245 particle Substances 0.000 claims description 3
- 239000005020 polyethylene terephthalate Substances 0.000 claims description 3
- 239000011435 rock Substances 0.000 claims description 3
- 238000005096 rolling process Methods 0.000 claims description 3
- 239000002689 soil Substances 0.000 claims description 3
- 230000003068 static effect Effects 0.000 claims description 3
- 238000003825 pressing Methods 0.000 claims description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 10
- 230000000694 effects Effects 0.000 description 6
- 238000005056 compaction Methods 0.000 description 3
- 230000000630 rising effect Effects 0.000 description 2
- 238000009991 scouring Methods 0.000 description 2
- 229910000831 Steel Inorganic materials 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000002349 favourable effect Effects 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/02—Restraining of open water
- E02D19/04—Restraining of open water by coffer-dams, e.g. made of sheet piles
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
- E02B3/12—Revetment of banks, dams, watercourses, or the like, e.g. the sea-floor
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
- E02B3/12—Revetment of banks, dams, watercourses, or the like, e.g. the sea-floor
- E02B3/122—Flexible prefabricated covering elements, e.g. mats, strips
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/16—Sealings or joints
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Abstract
The invention provides a cofferdam structure with stable seepage prevention and a construction method thereof, wherein the cofferdam structure comprises a cofferdam foundation, and further comprises an embankment and a cofferdam main body which are sequentially arranged from the upstream surface to the downstream surface, the embankment is filled on the cofferdam foundation, the cofferdam main body is filled on the embankment and the cofferdam foundation, sand cushion layers are laid on the upstream surfaces of the embankment and the cofferdam main body, and a mould bag concrete slope protection is laid outside the sand cushion layers; a seepage-proof wall is arranged inside the prop dam, a composite geomembrane is embedded inside the cofferdam main body, and the lower end of the composite geomembrane is connected to the upper end of the seepage-proof wall in a pouring manner; the prop dike and the cofferdam structure with stable seepage prevention are both in a trapezoid structure. The cofferdam structure can maintain the stability of the cofferdam without increasing the height of the cofferdam and slowing down the gradient of the cofferdam, reduces the volume of the cofferdam structure, avoids sharply increasing the engineering quantity of the cofferdam structure, and obviously reduces the engineering cost.
Description
Technical Field
The invention belongs to the technical field of cofferdams, and particularly relates to a cofferdam structure with stable seepage prevention and a construction method thereof.
Background
When the hydraulic engineering is built, in order to build some hydraulic equipment which is used for a long time, the working environment of the building equipment needs to be drained, and therefore, the construction of the temporary water retaining structure is particularly important. Most of hydraulic engineering all adopt the cofferdam as interim manger plate structure, and the effect of cofferdam prevents just that silt and water from getting into the position of construction equipment, conveniently discharges the water of inside and then is favorable to the engineering ground construction. Along with the scale of hydraulic engineering is bigger and bigger, the flow of water will also increase along with it, often maintains the stability of cofferdam structure through the height that promotes the cofferdam and slow down the slope of cofferdam. However, raising the height of the cofferdam and slowing down the slope of the cofferdam inevitably sharply increases the sectional area of the cofferdam, and the volume of the whole structure is also sharply increased, so that the engineering quantity of the cofferdam is increased, and further the engineering cost is increased. Therefore, when the minimum height of the cofferdam needs to be reached under the highest water level, the structure of the cofferdam needs to be adjusted and optimized.
Disclosure of Invention
The technical problem to be solved by the invention is to overcome the defects and shortcomings mentioned in the background art, and provide an anti-seepage stable cofferdam structure and a construction method thereof, which can maintain the stability of the cofferdam without increasing the height of the cofferdam and slowing down the gradient of the cofferdam, reduce the volume of the cofferdam structure, avoid sharply increasing the engineering quantity of the cofferdam structure, and obviously reduce the engineering cost.
In order to solve the technical problems, the technical scheme provided by the invention is as follows:
a cofferdam structure with seepage prevention and stability comprises a cofferdam foundation, and further comprises a berm and a cofferdam main body which are sequentially arranged from the upstream surface to the downstream surface, wherein the berm is filled on the cofferdam foundation, the cofferdam main body is filled on the berm and the cofferdam foundation, sand cushion layers are laid on the berm and the upstream surface of the cofferdam main body, and a mould bag concrete slope protection is laid outside the sand cushion layers; a seepage-proof wall is arranged inside the prop dam, a composite geomembrane is embedded inside the cofferdam main body, and the lower end of the composite geomembrane is connected to the upper end of the seepage-proof wall in a pouring manner; the prop dike and the cofferdam structure with stable seepage prevention are both in a trapezoid structure.
Preferably, the upstream slope ratio of the hip dike is 1:2.1-1:2.4, and the downstream slope ratio is 1:2-1: 2.5.
Preferably, the thickness of the impervious wall is 1.2-1.4m, the bottom of the impervious wall is embedded into the cofferdam foundation, and the embedding depth is 0.5-1.0 m; the thickness of the composite geomembrane is 6-8mm, and the slope ratio of the composite geomembrane to the geomembrane is 1:1.8-1: 2.2.
Preferably, the permeability coefficient of the impervious wall is not more than 1 x 10-5cm/s; the permeability coefficient of the composite geomembrane is not more than 1 multiplied by 10-7cm/s。
Preferably, the sand cushion layer is a bagged sand cushion layer, the sand cushion layer is formed by laying a plurality of sand bags, and two adjacent sand bags are connected by a rope.
Preferably, a row of positioning piles is fixed at the top end of the cofferdam main body along the length direction of the cofferdam main body, the linear distance between each positioning pile and the upper edge of the mould bag concrete protection slope is 1.5-2.0m, and the distance between every two adjacent positioning piles is 1.0-2.0 m; the mould bag concrete slope protection is connected with a nylon rope, and the nylon rope is connected with the positioning pile through a tensioning device.
As a general inventive concept, the present invention also provides a construction method of an anti-seepage stable cofferdam structure, including the steps of:
the method comprises the following steps: measuring and paying off, and setting the central axis and the width of the cofferdam main body and the hip dike on the basis of the cofferdam according to the design requirement;
step two: static pressing the covering layer foundation for several times before filling the prop dam, and compacting the loose soil on the surface of the cofferdam foundation; when the dike is filled, compacting the filling material, wherein the machine rolling direction is parallel to the central axis of the cofferdam structure;
step three: drilling holes in the prop dam, and pouring the impervious wall by adopting a high-pressure jet grouting method;
step four: when the cofferdam main body is filled, carrying out layered compaction on filling materials of the cofferdam main body until the filling of the cofferdam main body is finished; after the right part of the cofferdam main body is filled, a composite geomembrane is embedded in the left side of the cofferdam main body; the lower end of the composite geomembrane is cast and connected with the upper end of the impervious wall;
step five: arranging the dike and the slope of the upstream face of the cofferdam main body before laying the mould bag concrete slope protection, clearing away impurities on the slope, leveling the slope by adopting a bagged sand cushion layer, carrying out dense treatment on the slope, and laying the mould bag concrete slope protection.
Preferably, in the first step, a central axis and a width contour line of the cofferdam main body are released according to the earth coordinates of the control points at the bottom of the dike and the cofferdam;
in the third step, the drill hole penetrates into the foundation rock layer of the cofferdam by 0.5-1.0 m; the high-pressure jet grouting method adopts a two-pipe method or a three-pipe method to pour the impervious wall.
Preferably, in the second step, gravel materials are adopted as the filling materials of the dikes, and the relative density of the gravel materials is not lower than 0.75g/cm3；
In the fourth step, the filling material of the cofferdam main body adopts medium coarse sand, and the relative density of the medium coarse sand is not less than 0.7g/cm3；
In the fifth step, the water-cement ratio of the concrete used for the mould bag concrete protection slope is more than 0.55, the maximum particle size of stones is 20mm, and the slump is preferably 18-20 cm.
Preferably, the composite geomembrane consists of 300g/m2Polyester needle-punched non-woven fabric, 0.4mm PE impermeable membrane and 300g/m2Compounding terylene needle-punched non-woven fabrics; the lapping length is not less than 30cm, and the length of the embedded impervious wall is not less than 1.0 m.
Compared with the prior art, the invention has the beneficial effects that:
(1) the cofferdam structure of the invention utilizes the height of the dike to reduce the height of the cofferdam main body; because the shear strength and the internal friction angle of the hip dike are large, the height of the cofferdam does not need to be slowed down along with the rising of the water level, and the volume of the cofferdam structure is kept to be increased relatively gently.
(2) The cofferdam structure of the invention uses the mould bag concrete protection slope, and the mould bag concrete protection slope is laid on the upstream side surface of the dike and the cofferdam main body, so that the upstream side surface has the anti-scouring capability, and the purpose of protecting the cofferdam structure is achieved.
(3) According to the cofferdam structure, the composite geomembrane with a certain length and the impervious wall are cast at the joint of the composite geomembrane and the impervious wall at the same time, so that gaps at the joint are eliminated, and the impervious effect of the structure is improved.
(4) The cofferdam structure of the invention adopts the impervious wall with smaller permeability coefficient and the composite geomembrane to prevent the seepage of water, thereby achieving the effect of seepage prevention.
(5) The construction method adopted by the cofferdam structure can enable the cofferdam construction to be more accurate and achieve better compaction degree, various anti-seepage materials are selected and effectively connected, so that the cofferdam is more complete in integrity, the anti-seepage capability of the cofferdam structure is stronger, and the performance of the cofferdam is more stable.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below, and it is obvious that the drawings in the following description are some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to these drawings without creative efforts.
FIG. 1 is a cross-sectional view of a cofferdam structure of the present invention;
fig. 2 is a partial top view of a cofferdam structure of the present invention.
Illustration of the drawings:
1. cofferdam foundation; 2. an prop dam; 3. a cofferdam body; 4. a sand cushion layer; 5. forming a concrete slope protection by using a mould bag; 6. a cut-off wall; 7. compounding the geomembrane; 8. and (6) positioning the pile.
Detailed Description
In order to facilitate understanding of the invention, the invention will be described more fully and in detail with reference to the accompanying drawings and preferred embodiments, but the scope of the invention is not limited to the specific embodiments below.
Example 1:
as shown in fig. 1-2, the seepage-proofing stable cofferdam structure in this embodiment includes a cofferdam foundation 1, and further includes an embankment 2 and a cofferdam main body 3 sequentially arranged from the upstream surface to the downstream surface, the embankment 2 is filled on the cofferdam foundation 1, the cofferdam main body 3 is filled on the embankment 2 and the cofferdam foundation 1, sand cushion layers 4 are laid on the upstream surfaces of the embankment 2 and the cofferdam main body 3, and a mould bag concrete slope protection 5 is laid outside the sand cushion layers 4; an impervious wall 6 is arranged (vertically poured) inside the prop dam 2, a composite geomembrane 7 is embedded inside the cofferdam main body 3, and the lower end of the composite geomembrane 7 is poured and connected to the upper end of the impervious wall 6; the prop dike 2 and the anti-seepage stable cofferdam structure are both in a trapezoid structure.
In the embodiment, the cofferdam structure is provided with the dike 2 in a trapezoid structure, and the height of the dike 2 is utilized to reduce the height of the cofferdam main body 3; because the shear strength and the internal friction angle of the prop dyke 2 are large, the height of the cofferdam structure does not need to be gradually sloped along with the rising of the water level height, the volume of the cofferdam structure is kept to be relatively gently increased, the stability of the cofferdam structure can be effectively maintained, the volume of the cofferdam structure is reduced, the engineering quantity of the cofferdam structure is prevented from being sharply increased, and the engineering cost is remarkably reduced. On the basis, the cofferdam structure uses a sand cushion layer 4 and a mould bag concrete slope protection 5, and the sand cushion layer and the mould bag concrete slope protection are laid on the upstream side of the dike 2 and the cofferdam main body 3, so that the upstream side has the anti-scouring capability, and the purpose of protecting the cofferdam structure is achieved.
In the cofferdam structure in the embodiment, the composite geomembrane 7 with a certain length and the impervious wall 3 are simultaneously poured at the joint of the composite geomembrane 7 and the impervious wall 6, so that gaps at the joint are eliminated, and the impervious effect of the structure is improved.
In the embodiment, the upstream slope ratio of the dike 2 is 1:2.1-1:2.4, and the downstream slope ratio is 1:2-1: 2.5. Specifically, the upstream slope ratio of the hip dike 2 is 1:2.25, and the downstream slope ratio is 1: 2.5. Under the slope ratio, the shear strength and the internal friction angle value of the material of the filled dike 2 are effectively controlled, and the stability of the cofferdam structure is ensured.
In the embodiment, the thickness of the impervious wall 6 is 1.2-1.4m, the bottom of the impervious wall 6 is embedded into the cofferdam foundation 1, and the embedding depth is 0.5-1.0 m; the thickness of the composite geomembrane 7 is 6-8mm, and the slope ratio is 1:1.8-1: 2.2. Specifically, the thickness of the impervious wall 6 can be 1.3m, and the embedded depth of the bottom of the impervious wall 6 is 0.5 m; the thickness of the composite geomembrane 7 is 6mm, and the slope ratio is 1:2. The composite geomembrane 7 with proper thickness and gradient ensures that the integral seepage-proofing structure and the seepage-proofing performance are more stable.
In this embodiment, the permeability coefficient of the cut-off wall 6 is not more than 1 × 10-5cm/s; the permeability coefficient of the composite geomembrane 7 is not more than 1 multiplied by 10-7cm/s. The cofferdam structure adopts the impervious wall 3 with smaller permeability coefficient and the composite geomembrane 7 to prevent the seepage of water, thereby achieving excellent seepage-proofing effect.
In this embodiment, sand bed course 4 is bagged sand bed course 4, and sand bed course 4 is laid by a plurality of sand bags and forms, adopts the rope to connect between two adjacent sand bags. The whole structure is more stable.
In the embodiment, a row of positioning piles 8 are fixed at the top end of the cofferdam main body 3 along the length direction, the linear distance between each positioning pile 8 and the upper edge of the mould bag concrete protection slope 5 is 1.5-2.0m, and the distance between every two adjacent positioning piles 8 is 1.0-2.0 m; the mould bag concrete bank protection 5 is connected with a nylon rope, and the nylon rope is connected with a positioning pile 8 through a tensioning device. Specifically, mould bag concrete bank protection 5 comprises polylith mould bag, and the steel pipe that the nylon rope will penetrate in the mould bag poling hole is tied firmly, and the other end passes through straining device and links to each other with spud 8.
Example 2:
the construction method of the impermeable and stable cofferdam structure in the embodiment 1 comprises the following steps:
the method comprises the following steps: measuring and paying off, and setting the central axis and the width of the cofferdam main body 3 and the hip dike 2 on the cofferdam foundation 1 according to the design requirements; specifically, the central axis and the width contour line of the cofferdam main body 3 and the hip dike 2 are released according to the earth coordinates of the control points at the bottom of the cofferdam main body and the hip dike.
Step two: static pressure is firstly carried out on the covering layer foundation for a plurality of times before the embankment 2 is filled, and loose soil on the surface of the cofferdam foundation 1 is compacted; when the dike prop 2 is filled, the filling material is compacted, and the machine rolling direction is parallel to the central axis of the cofferdam structure; the filling material of the dike 2 adopts gravel material with good gradation, and the relative density of the gravel material is not less than 0.75g/cm3。
Step three: drilling the prop dam 2, and pouring the impervious wall 6 by adopting a high-pressure jet grouting method; drilling holes 0.5-1.0m deep into the foundation rock layer of the cofferdam; the high-pressure jet grouting method adopts a two-pipe method or a three-pipe method to pour the impervious wall 6 so as to ensure the thickness and the quality of the impervious wall.
Step four: when the cofferdam main body 3 is filled, repeating the construction in the second step until the filling of the cofferdam main body 3 is finished; the filling material of the cofferdam main body 3 adopts medium coarse sand with good gradation, and the relative density of the medium coarse sand is not less than 0.7g/cm3。
After the right part of the cofferdam main body 3 is filled, the composite geomembrane 7 is embedded in the left side of the cofferdam main body; the lower end of the composite geomembrane 7 is poured and connected to the upper end of the impervious wall 6; the composite geomembrane 7 is required to be cut orderly, the enough lapping width is ensured, and the lapping part is cleaned, dried and welded so as to ensure the reliable anti-seepage effect;
the composite geomembrane 7 consists of 300g/m2Polyester needle-punched non-woven fabric, 0.4mm PE impermeable membrane and 300g/m2Compounding terylene needle-punched non-woven fabrics; the lapping length is not less than 30cm, and the length of the embedded impervious wall 6 is not less than 1.0 m. The composite geomembrane 7 meets the requirements of national standard 'geosynthetic nonwoven fabric composite geomembrane' GB/T17642-2008.
Step five: arranging the upstream slope of the dike 2 and the cofferdam main body 3 before laying the mould bag concrete slope protection 5, removing impurities on the slope, leveling the slope by adopting a sand cushion layer 4 (a bagged sand cushion layer), compacting the slope, and laying the mould bag concrete slope protection 5. The mix proportion of the concrete used for the mould bag concrete slope protection 5 is prepared according to the design strength, the water cement ratio is more than 0.55, the maximum particle size of the selected stones is 20mm, and the slump is preferably 18-20 cm.
The cofferdam structure can be more accurate in cofferdam construction by adopting the construction method, better compaction degree can be achieved, various anti-seepage materials are selected and effectively linked, the integrity of the cofferdam is more complete, the anti-seepage capability of the cofferdam structure is stronger, and the performance of the cofferdam is more stable. And the whole construction method is simple and easy to construct.
Claims (10)
1. A cofferdam structure with seepage prevention and stability comprises a cofferdam foundation (1) and is characterized by further comprising an embankment (2) and a cofferdam main body (3) which are sequentially arranged from the upstream surface to the downstream surface, wherein the embankment (2) is filled on the cofferdam foundation (1), the cofferdam main body (3) is filled on the embankment (2) and the cofferdam foundation (1), sand cushion layers (4) are laid on the upstream surfaces of the embankment (2) and the cofferdam main body (3), and a mould bag concrete slope protection (5) is laid outside the sand cushion layers (4); an impervious wall (6) is arranged inside the prop dike (2), a composite geomembrane (7) is embedded inside the cofferdam main body (3), and the lower end of the composite geomembrane (7) is connected to the upper end of the impervious wall (6) in a pouring manner; the prop dike (2) and the seepage-proofing stable cofferdam structure are both in a trapezoid structure.
2. The anti-seepage stable cofferdam structure as claimed in claim 1, wherein the upstream slope ratio of the dike (2) is 1:2.1-1:2.4, and the downstream slope ratio is 1:2-1: 2.5.
3. An impermeable and stable cofferdam structure according to claim 1, characterized in that said impermeable wall (6) has a thickness of 1.2-1.4m, the bottom of said impermeable wall (6) is embedded inside the cofferdam foundation (1) with a depth of 0.5-1.0 m; the thickness of the composite geomembrane (7) is 6-8mm, and the slope ratio is 1:1.8-1: 2.2.
4. Seepage-proofing stable cofferdam structure according to claim 3, characterized in that said seepage-proofing wall (6) has a permeability coefficient not greater than 1 x 10-5cm/s; the permeability coefficient of the composite geomembrane (7) is not more than 1 multiplied by 10-7cm/s。
5. An impermeable and stable cofferdam structure according to any of claims 1-4, characterized in that said sand cushion layer (4) is a bagged sand cushion layer (4), said sand cushion layer (4) is formed by laying a plurality of sand bags, and the adjacent two sand bags are connected by rope.
6. The impermeable and stable cofferdam structure according to any one of claims 1-4, wherein a row of spuds (8) is fixed on the top of the cofferdam body (3) along its length direction, the linear distance between the spud (8) and the upper edge of the mould bag concrete revetment (5) is 1.5-2.0m, and the distance between two adjacent spuds (8) is 1.0-2.0 m; the mould bag concrete protection slope (5) is connected with a nylon rope, and the nylon rope is connected with the positioning pile (8) through a tensioning device.
7. Construction method of an impermeable and stable cofferdam structure according to any one of claims 1 to 6, characterized by comprising the following steps:
the method comprises the following steps: measuring and paying off, and setting the central axis and the width of the cofferdam main body (3) and the dike (2) on the cofferdam foundation (1) according to the design requirement;
step two: static pressing is carried out on the covering layer foundation for several times before the dam (2) is filled, and loose soil on the surface of the cofferdam foundation (1) is compacted; when the dike (2) is filled, the filling material is compacted, and the machine rolling direction is parallel to the central axis of the cofferdam structure;
step three: drilling the prop dam (2), and pouring the impervious wall (6) by adopting a high-pressure jet grouting method;
step four: when the cofferdam main body (3) is filled, the filling materials of the cofferdam main body (3) are compacted in a layered manner until the filling of the cofferdam main body (3) is completed; after the right part of the cofferdam main body (3) is filled, a composite geomembrane (7) is embedded in the left side of the cofferdam main body; the lower end of the composite geomembrane (7) is poured and connected to the upper end of the impervious wall (6);
step five: arranging the dike (2) and the slope surface of the upstream face of the cofferdam main body (3) before laying the mould bag concrete slope protection (5), clearing away impurities on the slope surface, adopting a bagged sand cushion layer (4) to level the slope surface, carrying out dense treatment on the slope surface, and laying the mould bag concrete slope protection (5).
8. The construction method according to claim 7, characterized in that in the first step, the central axis and width contour lines of the cofferdam body (3) and the dike (2) bottom control point are released according to the earth coordinates of the cofferdam body and the dike;
in the third step, the drill hole penetrates into the rock layer of the cofferdam foundation (1) by 0.5-1.0 m; the high-pressure jet grouting method adopts a two-pipe method or a three-pipe method to pour the impervious wall (6).
9. The construction method according to claim 7, wherein in the second step, gravel material is adopted as the filling material of the dike (2), and the relative density of the gravel material is not lower than 0.75g/cm3；
In the fourth step, the filling material of the cofferdam main body (3) adopts medium coarse sand, and the relative density of the medium coarse sand is not lower than 0.7g/cm3；
In the fifth step, the water-cement ratio of the concrete used by the mould bag concrete protection slope (5) is more than 0.55, the maximum particle size of the selected stones is 20mm, and the slump is preferably 18-20 cm.
10. Construction method according to any of claims 7-9, characterized in that the composite geomembrane (7) consists of 300g/m2Polyester needle-punched non-woven fabric, 0.4mm PE impermeable membrane and 300g/m2Compounding terylene needle-punched non-woven fabrics; the lapping length is not less than 30cm, and the length of the embedded impervious wall (6) is not less than 1.0 m.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114960485A (en) * | 2022-07-19 | 2022-08-30 | 中交第一航务工程局有限公司 | Seepage-proofing embankment adaptable to settlement foundation and construction process |
| WO2023029782A1 (en) * | 2022-07-19 | 2023-03-09 | 中交第一航务工程局有限公司 | Anti-seepage embankment and construction process |
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| CN114960485B (en) * | 2022-07-19 | 2024-05-03 | 中交第一航务工程局有限公司 | Seepage-proofing embankment adaptable to sedimentation foundation and construction process |
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